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STEEL
<br /> ALL STEEL WORK SHAI.L BE IN ACCORDANCE WITH AISC SPECIFICATIONS FOR ANCHOR RODS SHALL BE INSTALLED TO SNUG-TIGHT CRITERIA WITH HEX NUTS AND LOCK
<br /> DESIGN, FABRICATION AND ER�CTION OF STRUC7URAL STEEL FOR BUILDINGS (AISC). WASHERS OR JAM NUTS AT THE TOP. A7 THE BOTTOM, PROVIDE A STANDARD SIZE HEAD, STRUCTURAL INSPECTION SCHEDULE
<br /> TACK-WELDED NUT OR DOUBLE NUT. NO HEATING OR BENDING OF ANCHOR RODS IS
<br /> STEEL SHEET PILES Sf-IALL BE COATED IN ACCnRDANCE WITH THE SPECIFICATIONS. PERMIITED. BASE PIATE HOLES FOR ANCHOR RODS SHALL BE AS SHOWN BELOW. IBC
<br /> LIMITS OF COATINGS ARE AS SHOWN ON THES� DRAWINGS. ENLARGEMENT OF ANCHOR ROD HOLES BY BURNING IS NOT PERMITfED. ITEM CI PI REFERENCE STANDARD REFERENCE REMARK
<br /> GENERAL:
<br /> ALL STEEL SHAPES PLATES, OTHER FABRICAT{ONS, AND ALL HARDWARE SHALL BE ANCH ROD DIA HOLE DIA (MAX) WASHER DIA (MIN) THICKNESS PREFABRICATED ITEMS X X 1704.2 SAME AS SITE WORK UNLESS
<br /> HOT DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH THE APPROVED BY BUILDING OFFICIAL
<br /> SPECIFICATIONS. 5/8" 1 -1/16" 1 -1/2" 3/16" SITE PREPARATION, FILL PLACEMENT,
<br /> SOIL COMPACTION X 1704.7 PER SOILS REPORT
<br /> ALL W�LDING SHALL C�NFORM TO AWS D1.1 VaTEST EDITION. 3/4" 1 -5/16" 1 -7/�" 1/4"
<br /> PILE INSTALLATION & TESTING X 1704.8 PER SOILS REPORT
<br /> STEEL MATERIALS SHAL.L CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED: ��8�� 1 -9�16" 2-1�4" 5�16" SOIL ANCHOR INSTALI�,TION & TESTING X PER SOILS REPORT
<br /> 1 " 1 -13/1 6" 2-5/8" 3/8" CONCREfE:
<br /> STEEL MATERIALS:
<br /> TYPE OF MEMBER ASTM SPECIFICATION Fy
<br /> REINFORCING MATERIALS AND PLACEMENT X ASTM AS NOTED, ACI 318 3.5, 7.1-7.7 1903.5, 1907.1, 1907.7, 1914.4
<br /> WIDE FLANGES A992 50 KSI ANCHORAGE
<br /> WELDING - REINFORCING STEEL X AWS D1.4, ACI 318 3.5.2 1903.5.2
<br /> BARS, PLATES, ANGLES, CHANNELS A36 36 KSI ANCHOR RODS, EMBEDDED BOLTS X 1912.5 PRIOR TO & DURING CONCRETE
<br /> BEARING PLATES _ A572 50 KSI GENERAL: ALL ANCHORS SHALL BE STAINLESS STEEL UNLESS NOTED OTHERWISE. & INSERTS PLACEMENT
<br /> STRUCTURAL TUBE=S A500 (GRADE B) 46 KSI POST-INSTALLED ANCNORS SHALL BE INSTALLED PER MANUFACTURER'S ICBO ICC USE OF REQUIRED MIX DESIGN X ACI 318 CH.4 5.2-5.4 1904, 1905.2-1905.4, 1914.2, 1914.3
<br /> ALL THREADBAR (TIE BACK) A722 150 KSI �
<br /> MACHINE BOLTS (MB) AND INSTRUCTIONS AND NOTED ICBO-ES REPORTS. SUBSTITUTES PROPOSED BY CONCREfE SLUMP, AIR CONTENT, X ASTM C172, C31, ACI 318 5.6, 5.8 1905.6, 1914.10 WHILE MAKING SPECIMENS FOR
<br /> HEAVY DUTY HEX NUT A29 (GRADE C-1045) CONTRACTOR SHALL BE SUBMITfED FOR REVIEW WITH IC60-ES REPORTS INDICATING TEMPERATURE & TEST SPECIMENS STRENGTH TESTS
<br /> CONNECTION COUPLING A29 (GRADE C-1045) EQUIVALENT OR GREATER LOAD CAPACITIES. ANCHORS SHALL BE THE F�LLOWING CONCREfE AND SHOTCRETE PLACEMENT X ACI 318 5.9, 5.10 1905.9, 1905.10, 1914.6-1914.8
<br /> TYPES OR AN APPROVED EQUAL:
<br /> ANCHOR BO�TS _ F1554 55 KSI CONCRETE CURING X ACI 318 5.11-5.13 1905.11, 1905.13, 1914.9
<br /> HARDENED WASHERS F436 (TYPE 1 ) EXPANSION ANCHORS INTO CONCREfE SHALL BE HILTI "KWIK BOLT II" ER�4627 , POST�TENSIONING P71 MANUAL
<br /> SHEET PILING A572 50 KSI POWERS POWER-BOLT ON POWER STUD (ER-5225), SIMPSON WEDGE ALL (ER-3631),
<br /> STEEL BOLTS A325 IN�SITU CONCREfE STRENGTH FOR
<br /> STEEL PIPE PILE ASTM A572, GR 60 60 KSI OR ITW TRUBOLT WEDGE (ER-1372). EXPANSION ANCHORS SHALL NOT BE USED AS FORM REMOVAL OR POST�TENSIONING X ACI 318 6.2 1906.2
<br /> SUBSTITUTES FOR ANCHORS CAST-IN UNLESS APPROVED BY THE ENGINEER.
<br /> SHEET PILING SHALL BE AZ-19-700 OR APPROVED SUBSTITUTION THAT HAVE THE FOLLOWING POST-INSTALLED ANCHORS; PER MANUFACTURER REQUIREMENTS
<br /> SECTION PROPERTIES: UNDERCUT ANCHORS SHALL BE COVERT DUC (ER-4846) OR HILTI HDA (ER-5608}. GROUTED ANCHORS X
<br /> MOMENT OF INERTIA 28�.4 in4/ft MINIMUM ADHESIVE ANCHORS SHALL BE HILTI HIT HY-150 (ER-5193). ADHESIVE ANCHORS X
<br /> SECTION MODULU� 34.€� in3/ft MINIMUM MECHANICAL ANCHORS X
<br /> NO REINFORCWG BARS SHALL BE CUT TO INSTALL ANCHORS. ALL DEFECTIVE
<br /> CAMBER: ALL MEMBEF�S SHALL BE ERECTED INITH NATURAL OR INDUCED CAMBER UPWARDS, ANCHOR HOLES SHALL BE GROUTED WITH EPDXY ADHESIVE AND A NEW HOLE DRILLED STEEL:
<br /> UNLESS NOTED OTHERWISE. CAM�ER INDICATE� ON DRAWINGS SHALL BE AS DELIVERED TO THE A MINIMUM OF 3 BO�T DIAMETERS AWAY. HIGH-STRENGTH BOLTS, NUTS, & ASTM AS NOTED, AISC 335 A3.4, ID MARKS, MFR CERTIFICATION
<br /> JOB SITE. CONTRACTCIR SHALL CONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING. X
<br /> CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS INCLUDING ERECTION ANGLES AND WASHERS MATERIALS AISC LRFD A3.3 OF COMPLIANCE
<br /> EPDXY-GROUTED ITEMS: THREADED ROD OR REINFORCING BAR TO CONCRETE SHALL BE
<br /> L1FT HOLES. HILTI HY-150 (ER-5193). INSTALL PER MANUFACTURER'S INSTRUCTIONS. HIGH-STRENGTH BOLTING:
<br /> STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123 BEARING TYPE CONNECTIONS X AISC LRFD M2.5 1704.3.3
<br /> UNLESS NOTED OTHERINISE. ALL FIELD WELDS EXPOSED TO WEATHER SFiALL BE SOLDERED WITH CONCREfE SCREW ANCHORS SHALL BE ITW TAPCON CONCRETE ANCH4RS (ER-3370). SLIP-CRITICAL CONNECTIONS X X
<br /> ZINC-BASED ALLOY COMPLYING WITH ASTM A7�0. ALL BOLTS AND ANCHOR RODS EXPOSED TO ID MARKS, MFR CERT MILL
<br /> WEATHER SHALL BE H()T-DIPPED GALVANIZED F�ER ASTM A153 OR STAINLESS UNLESS NOTED ALUMINUM ITEMS WILL NOT BE ALLOWED TO BE EMBEDDED INTO CONCREfE. STRUCTURAL STEEL MATERIALS X ASTM A6, A568, AS NOTED TEST REPORTS
<br /> OTHERWISE.
<br /> WELDED HEADED STUDS AND DEFORMED BAR ANCHORS: STUDS SHALL BE 3/4" WELD FILLER MATERIALS X AISC ASD A3.6, AISC LRFD A3.5 ID MARKS, MFR CERTIFICATION
<br /> BOLTED CONNECTIONS SHALL BE TYPE "N'� WITN FULLY PRETENSIONED BOLTS, WITH DIAMEfER AS DIAMEI'ER (WHS) (DBA} HEADED STUDS COMPLIANT WITH A5TM A108 WITH MINIMUM OF COMPLIANCE
<br /> INDfCATED ON THE DRAWINGS, UNLESS NOTED �THERWISE. ALL CONNECTIONS SHALL BE TENSILE STRENGTH OF 60 KSI. DEFORMED BAR ANCHORS SHALL COMPLY WITH ASTM WELDING: AWS D1.1 1704.3.1
<br /> PRETENSIONED OR SLIF'-CRITICAL CONNECTIONS AND SHALL USE LOAD-INDICATING WASHERS OR A496. STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END WELDED CP & PP GROOVE WELDS X
<br /> TENSION CONTROL BOL_TS. CONNEC710N PIATES SNALL HAVE AISC STANDARD ROUND HOLES WITH EQUIPMENT RECOMMENDED BY THE MANUFACTURER. LENGTHS SHOWN ON
<br /> UNLESS NOTED OTHERWISE. DRAWINGS ARE FINAL LENGTHS A�f'ER WELDING. MULTI--PASS FILLET WELDS X
<br /> WELDING: ALL WELDS SHALL CONFORM TO AW� D1.1. WELDS SHALL BE MADE USING LOW SINGLE PASS FILLEf WELDS< 5/16" X
<br /> HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH OF 70 KSI. ONLY AWS PREQUAL.IFIED SINGLE PASS FILLEf WELDS<_ 5/16" X �
<br /> WEL�ED JOINTS SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 -
<br /> STANDARD SYMBOLS. WELDS SHOWN ON DRAV�INGS ARE MINIMUM SIZES. INCREASE WELD SIZE
<br /> TO AWS MINIMUM SIZES �ASED ON PLATE THICKNESS. WELDS NOT SPECIFIED SHALL BE INSPECTION SCHEDULE NOTES:
<br /> CONTINUOUS 3/16" Fll_LET WELDS. ITEMS MARKED WITH AN "X" REQUIRE IN5PEGTION BY A SPECIAL INSPECTOR APPROVED BY THE BUILDING OFFICIAL.
<br /> WELDS SHOWN ON DR�WINGS ARE FOR FINAL CONNECTIONS. UNLESS FiELD WELD SYMBOLS ARE 2. CI � CONTINUOUS INSPECTION DURING PROGRESS OF WORK BY SPECIAL INSPECTOR
<br /> SHOWN, CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP 3. PI = PERIODIC INSPECTION BY SPECIAL INSPECTOR AS REQUIRED TO CONFIRM CONFORMANCE OF WORK.
<br /> OR FIELD WELDED W t�RDER TO FACILITATE STEEL ERECTION. CONTRACTOR SHALL BE
<br /> RESPONSIBLE FOR ALL JOINT PREPARAI"IONS AR1D WELDING PROCEDURES, INCLUDING ROOT 4. TESTING AND INSPECTION REPORTS SHALL BE SUBMITfED TO THE PORT, ENGINEER, BUILDING OFFICIAL AND CONTRACTOR.
<br /> OPENINGS AND FACE GIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, TAPERS, AND
<br /> SURFACE ROUGHNESS.
<br /> WELDER CERTIFICATION: AWS OR WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO).
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